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Specifications (16)
Seo 67. (Aer CT ENGINEERING FEB Q3 2016 Structural Engineers INC. CITY' 01.-- f°, s a ;'";180 Nickerson E E p S2e.285.Sut2 (V) S .lW.A819881FBUILDI NG #15238 Structural Calculations River Terrace PRp,�*, Plan 3410 �� �GINF�I� 4 Elevation B 1d Tigard, OR V (�REG�iN& , g � � , !FS 2i-2V" Design Criteria: 2012 IBC (ORSC, OSSC) 09/15/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 } CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 518"plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Inspsf (1)518ulation"gypsum ceiling 21.81.0 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood'(O.S.B.) 2.7 psf joist at 12" p 2.5';psf Insulation 1.0 psf (1) 112"gypsum ceiling 2.2 psf Misc. ` psf FLOOR DEAD LOAD 15.0 PSF e r I _ GABLE END TROSS MIN. HDR --+ _ _._ MIN. HDR ___ � � ___ MIN. .17 bl 1 1 o:i-- ---.177b1 --- i I x 0::, il �� I ci i I n 19, I i • ;i 1 � � ( i 1, II0 1 I ?•i i `-H `7 t 1 i I r I PUSSES AT 24" 0.1. TYPICAL If � Io .Ix I I• g3,1E7 c i Iv I n (i ti 1 I ! li I II m o 1 Li I-122'z30', II '4 ,■LCI ATTIC � tp I \" II I ACCESS J a irt iii Iv 1 „ f 1 ; ' I I ' I 1 L ..„ r._ I MIN. HDR GABLE ENI TRUSS I 1 I I 1 i I GABLE END jTRUSS 1 r J ,-T J I 1 RB.b5MIN.IHDR_+ 1 GABLE DI TRUSS - I L I J 0 Plan 34108 ROOF FRAMING PLAN AMERICAN MODERN 411316 7MST7 MST37 i[o O U W 2 THIS FBt SIDED c ®THIS jI _ f SIDE JI ; L C r MST37 MST37 8 S1.2 N MST37 MST37 MIAMI® MST37 MST37 8 51.2 Plan 34106 UPPER LEVEL SHEARWALLS AMERICAN MODERN P3 8 51.2 ' STHD14 ST-D14 / <.,„ W® laze , STHD14-- 1 1 ._ TH 4 4X1Q HDR S I.7 ��' �$• 2 2X8 HD 22X8 HDR 2)2X 3 HBR B.3 I'" llva �If V 1 1 • 11 2 KING s 1D5 z 6 11, • t! I I I I. .; [� \-Ai:TRI A S , J • ', : ��� _ 41 I�: EACH SDE (, N. OD FISCTJRES ABOVE 1 �3� f If 1 ,_..,,,.,,, 1(3 a [ ( I' l a_.. j 8 0 1 :_.. --.__.... :`e, ... .._ ..___ p 4 - FIXTURES �_. __ fy 1 C3 I ABOVE I I t I c� 1 1. 1 r , 6 N��✓ACL I :y I 3 LSL 3'4X14'PB I ES 3Y2X1 8 ...._.. i EA" _ THIS P6 :.a -a GT1� II I __E\- ' -3-.-9---7-I -----';.;1--Man ; a . P6TN THIS SIDE f 11 B.7 I - 1 jA si�tTAIR I E v �,r, 1 bo' SIDE I 1€ I€E -- ® r \ I \ t p, N • 1...-- B 9 14.2_..9.61... -- yam ' ok snio14 sn1014 LSL 13/4Xl4 FB e - � - _ 11i i 2X8 0 16 O.C. ; v I TOP OF CLOSET € n 1I # F —• • I t � 1 a L.....,.. _ w w , ,O ' } o .4 ?� o l'-- CQ• ai;Im r , 0 'le J 2 Fes' --- - - a p �J 4. i . _______,_ ... .. I . 1 'R1MIBoARDP1 n CRICKETB.17 L, ( 0,0 `~ 1111 © 4X 0 Hf; :,_,(2)2X&_HD1 `no til Y it., ST37T 1.t �I- . WE1✓i 18 1. P3ID I _3 TOORIM aIOR Nr < 1J m S61 mm �� ,A,' 1 1 P CHORD -.._--..I".,-21L19_LSL$-34-_- RFM��� ,,__Iii E I�€ ® ��� STHD14Calirir��= �r��, 1—"t TRUCTURAL FACISA S11C'FRAME 1 ���� j [ ilini ,D 1 B.18 1 %V VP1 j2).X8 HbR I 1 1 .I. [ ROOF TRUSSES :0 x I 0 21/4" 0.C. x • 1 ANE 1 i I 1 �W h 1/ I 1 f 1 1 I € ill 1 [ GABLE OD TRUSS \..._] 4X4 POST 4X4 POST PLATE HEIGHT AT SEE SHEET A9 ' UPPER LEVEL: 8'-1" FOR WINDOW PLATE HEIGHT AT HEADER HEIGHTS. MAIN LEVEL: 9'-1" MAIN LEVEL SHEARWALLS Plan 34108 UPPER LEVEL FLOOR FRAMING AMERICAN MODERN 1/4"=1'-0" 13'-6y2" 4.-6.T V i. • 3-3y" " I i i •THICKENED ' 7 SLAB EDGE J 0 • : ') 11 • P3 • C. SI..61_3_•__ STHD14 .D14° 1 D'-s 00 • • r J • .€ p I 1. I 1 ,. - - , x . & - I • • u' 18X18X70 FTG { - -�-- W/ (2) #4 EA. WAY __ ,......,1,..µ € ..,.t. ♦ v LtJ T1 P. U.N.O. xx 1 I 9h'i T S ® 16 O.C. 41.N.O. ' * k --1 T 1 L ( i a +J T" ^ X ry INSTAI I SYSTEM TO - f c: a a roam ALLOW ADEQUATE -Tit:. DRAINAGE BENEATH 121@"I �� SLAB ON GRADE AND - In �� CRAWL SPACE . I I CONDI(IONS i J 30X30X10 FTG r—i2"-63/4.-1 3'-8y4 4'-3"W/(3) #4 EA.WAY9'-D3/a" BWALL FUSTUPt POST UP P&TN THIS r i �Wi FTG. SIDE SIDE P6 I POST UP I CAr-/ ,. ►�V<it' .//..02 - > - •+---------- -. - —•-i I1.7., - —.moi L-J ■c N t f�{1KN.. 1 I s'ACX -_ I f 1 0, L I t € - I € ACCESS I .......W . 1 I 1-�'r as DRL 1- ---� 111r - g ♦ l} 2 3 �� 1 10' oy4" I .., i STHD14 4 ="!2€h"STHD74� .. \,4.:':-/-1 C l I 1 .___..... POST_UP_ _1,1 I i I a, I, W _ 31/2- CONC."SLAB ; .... 01 n POST UP--•••121 :::. I 1. POST UP I z I__ I ^ 3 I I I L.,.., - • f 0 I d POST UP—J-- r POST UP 19'-5Y2" i -0-3 1 / - I - I LSL 3YX9Y r -- POST 0 18 _ � L V S6.1 I :`7 18 - r J 1 STRAPS I v S6 1 L • 1. 'r`48QVE I 1.- .. I`, '1 i . STHD14 I - - FIXTURE I o I 10 •STHD}4 1 ABOVE I I • •• • I 314" CONC. SLAB ` { �.0" SLOPE 3„ In 16'-3", 2 ,4,; 6 6" 7'-0 1 I J Y t � "t..... J. f•I SILM WALL , — — 'hP ^♦ TOP OF -111'2" Plan 341013-- TOP OF SLAB 8" FOUND-171ON ;PLAIN 6'_6"' 1/4"=T'"0" __.__"AMERICAN MODERN Title: PLAN 3410 Job# Dsgnr:TRE Date: 1:24PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 LUser:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 14252_Plan_3410.ECW:ROOF FRAMING (c)1983-2003 ENERCALC Engineering Software Description 3210B ROOF FRAMING [Timber Member Information RB.bl RB.b2 RB.b3 RB.b4 RB.bS RB.b6 RB.b7 Timber Section 2-2x4 2-2x6 2-2x8 2-2x8 2-2x6 2-2x4 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 5.500 7.250 7.250 5.500 3.500 7.250 00 Le: Length ft 0.00 Hem Fir,No.2 Hem Fir, 00 0.o.2 Hem Fr Noo..22 Hem Fir,,No.0.0.22 Hem Fro 00 Hem0.0Fir, oo.0 2 Hem Fir,ONo. 2 Timber ber Grad Grade Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn S o Nonn Sawn Repetitive Status No No No No No [Center Span Data Span ft 5.50 6.50 5.25 4.50 6.50 5.50 3.00 Dead Load #/ft 60.00 60.00 270.00 270.00 60.00 60.00 270.00 Live Load #/ft 100.00 100.00 450.00 450.00 100.00 100.00 450.00 [Results Ratio= 0.8084 0.5276 0.9656 0.7094 0.5276 0.8084 0.3153 Mmax @ Center in-k 7.26 10.14 29.77 21.87 10.14 7.26 9.72 @ X= ft 2.75 3.25 2.62 2.25 3.25 2.75 1.50 fb:Actual psi 1,185.3 670.4 1,132.7 832.2 670.4 1,185.3 369.8 Fb:Allowable psi 1,466.3 1,270.8 1,173.0 1,173.0 1,270.8 1,466.3 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.3 40.8 101.1 82.2 40.8 56.3 44.7 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [Reactions @ Left End DL lbs 165.00 195.00 708.75 607.50 195.00 165.00 405.00 LL lbs 275.00 325.00 1,181.25 1,012.50 325.00 275.00 675.00 Max.DL+LL lbs 440.00 520.00 1,890.00 1,620.00 520.00 440.00 1,080.00 @ Right End DL lbs 165.00 195.00 708.75 607.50 195.00 165.00 405.00 LL lbs 275.00 325.00 1,181.25 1,012.50 325.00 275.00 675.00 Max.DL+LL lbs 440.00 520.00 1,890.00 1,620.00 520.00 440.00 1,080.00 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.089 -0.045 -0.037 -0.020 -0.045 -0.089 -0.004 UDefl Ratio 744.5 1,750.2 1,690.7 2,684.8 1,750.2 744.5 9,061.1 Center LL Defl in -0.148 -0.074 -0.062 -0.034 -0.074 -0.148 -0.007 UDefl Ratio 446.7 1,050.1 1,014.4 1,610.9 1,050.1 446.7 5,436.6 Center Total Defl in -0.236 -0.119 -0.099 -0.054 -0.119 -0.236 -0.011 Location ft 2.750 3.250 2.625 2.250 3.250 2.750 1.500 UDefl Ratio 279.2 656.3 634.0 1,006.8 656.3 279.2 3,397.9 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 'nm.m••.•m•m.•im••••.•••••.•••m•.•m.n•mm•m.mn.m . . __ Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 5KW-080006 User: 602987,Ver 5.8.0,7-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:Foor Framing Description 3410BD FLR FRMG 1 OF 3 [Timber Member Information 8.1 B.2 B.3 B.4 B.5 B.6 8.7 Timber Section 4x10 2-2x8 2-2x8 Beam Width 4X1° 4x10 2-2X8 LVL:3.500X74.000 in 3.500 3.000 3.000 3.500 Beam Depth in 9.250 7.250 7.2503.500 3.000 3.500 Le:Unbraced Length ft 0.00 9.250 9.2500. 7.2500. 14.000 Timber Grade 0.00 0.00 0.00 0.00 0.00 Douglas Fr- Hem Fir,No.2 Hem Fr,No.2 Douglas Fir- Douglas Fr- 0.00 Larch,No.29 Hem Fir,No.2 iLevel,LSL 1.55E Fb-Basic Allow Larch,NO.2 Larch,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 900.0 psi 180.0 150.0 150.0 180.0 850.0 2,325.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,600.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 Member Type Sawn 1.150 1.150 1.150 1.000 Member Status Sawn Sawn Sawn Sawn Sawn Manuf/Pine No No No No No No No Center Span Data Span ft 5.50 3.50 3.00 6.50 5.50 3.00 14.00 Deadea Loadod #/ft 150.00 150.00 180.00 180.00 15.00#/ft 400.00 400.00 480.00 180.00 40.00 15.00 165.00 Dead Load #/ft 175.00 40.00 440.00 Live Load 175.00 175.00 175.00 370.00 370.00 #/ft 125.00 125.00 125.00 125.00 450.00 450.00 Start ft End ft [Results Ratio= 0.6222 0.5066 0.4204 0.6747 0.6405 0.3832 0.6691 Mmax @ Center in-k 38.57 15.62 12.96 @° X= ft 2.75 1.75 41.83 39.70 11.81 177.87 1.50 3.25 2.75 1.50 7.00 fb:Actual psi 772.7 594.3 493.1 838.0 795.5 449.5 1,555.7 Fb:Allowable psi 1,242.0 1,173.0 1,173.0 BendingOKBending Bending 1,242.0KBending 1,242.0K 1,173.0, K2,325.0K OK Bending OK OK OK Bending OK Bending OK fv:Actual psi 78.0 67.3 59.6 76.3 Fv:Allowable psi 207.0 172.5 172.5 207.0 207.0 07.3 1772.5 5 310.0 0.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [Reactions @ Left End DL lbs 893.75 568.75 532.50 1,153.75 1,058.75 577.50 1,155.00 LL lbs 1,443.75 918.75 907.50 991.25 1,347.50 735.00 3,080.00 Max.DL+LL lbs 2,337.50 1,487.50 1,440.00 2,145.00 2,406.25 1,312.50 4,235.00 @ Right End DL lbs 893.75 568.75 532.50 1,153.75 1,058.75 577.50 1,155.00 LL lbs 1,443.75 918.75 907.50 991.25 1,347.50 735.00 3,080.00 Max.DL+LL lbs 2,337.50 1,487.50 1,440.00 2,145.00 2,406.25 1,312.50 4,235.00 Leflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.018 -0.009 -0.005 L1Defl Ratio -0.039 -0.021 -0.006 -0.115 3,643.1 4,740.5 6,891.5 2,020.6 3,075.3 6,354.5 1,461.3 Center LL Defl in -0.029 -0.014 -0.009 -0.033 -0.027 -0.007 -0.307 VDefl Ratio 2,255.2 2,934.6 4,043.8 2,351.8 2,416.3 4,992.8 Center Total Defl in -0.047 -0.023 -0.014548.0 Location ft 2.750 -0.072 -0.049 1.500 -0.422 L/Defl Ratio 1.750 1.500 3.250 2.750 1.500 1,392.9 1,812.5 2,548.4 1,086.8 1,353.1 2,796.0 3 5 398.5 Title: PLAN 3410 Job# Dsgnr:TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Page 1 Rev: 580006 Timber Beam & Joist 14252_Plan_3410.ECW:FloorFrami1 User:3-2 0 3 ENE,Ver 5.8.0,1 Engineering ng (c)1983-2003 ENERCALC Engineering Software Description 3410BD FLR FRMG 2 OF 3 [Timber Member Information B.8 B.9 13.10 6.11 B.12 B.13 B.14 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 4x10 LVL:1.750x14.000 LVL:1.750x14.000 LVL:3.500x14.000 S Beam Timber D Width in 3.000 1.750 1.750 3.500 1.750 1.750 3.500 .000 9.250 14.000 14.000 14.00 Beam Depth in 7.250 14.000 140 0.00 0.00 0.00 0.00 0.00 Te:UnbracedrGradeLength ft Fir,No. 0.00 Timber Hell No.2 level,LSL 1.55E level,LSL 1.55E Douglas No.2 Level,LSL 1.55E Level,LSL 1.55E level,LSL 1.55E Lar5.0 5.0 5.0 Fb-Basic Allow psi 850.0 2,325.0 2,32 315.05.0 900.0 00.0 2 325.0 2 325.0 2 325.0 Fv ksi -Basic Allow psi 150.0 310.0 Elastic Modulus 1,300.0 1,550.0 1,550.0 1,600.0 1,550.0 1,550.0 1'55 50 .0 Load Duration Factor 1.000 1.000 1.150 1.000 1.150 1.150 1.Member Type Sawn Manuf/Pine Manuf/Pine SaNnn Manuf/PiNne Manuf/Pine Manuf/Pin e No Repetitive Status No No No [Center Span Data Span ft 4.50 9.00 9.00 3.50 4.00 5.50 16.50 Dead Load #/ft 135.00 180.00 30.00 90.00 30.00 30.00 160.00 100.00 Live Load #/ft 360.00 480.00 80.00 240.00 80.00 80.00220.00 220.00 45.00 Dead Load #/ft 200.00 200.00 120.00 Live Load #/ft 9.000 Eft 16.500 Endnd ft 1,606.00 688.00 Point#1 DL lbs 2,327.00 770.00 LL lbs 1.750 9.000 @X ft [Cantilever Span Span ft 3.00 Uniform Dead Load #/ft 250.00280.00 Uniform Live Load #/ft 565.00 Point#1 DL lbs 935.00 LL lbs @X ft 0.500 [Results Ratio= 0.5609 0.6033 0.2461 0.8786 0.0832 0.1573 0.6772 0.19 6.25 47.36 12.72 24.05 20 7.03 15.04 87.03 Mmax @ Center ink 4.50 3.10 1.75 2.00 2.75 @ X= ft 2.25 Mmax @ Cantilever in-k 0.00 0.00 0.00 0.00 -37.62 0.00 0.00 420 7 1,810.8 fb:Actualpsi 572.1 2, 1,402.7 658.1 948.9 222.5 Fb:Allowable psi 1,020.0 2,325.0 2,673.8 1,080.0 2,673.8 2,673.8 2,673.8 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.5 135.3 60.4 106.1 27.5 51.4 104.7 Fv Allowable psi 150.0 310.0 356.5 180.0 356.5 356.5 356.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK il [Reactions @ Left End DL lbs 303.75 810.00 -21.39 960.50 500.00 687.50 1,709.43 LL lbs 810.00 2,160.00 360.00 1,583.50 560.00 770.00 1,379.55 Max.DL+LL lbs 1,113.75 2,970.00 338.61 2,544.00 1,060.00 1,457.50 3,088.98 @ Right End DL lbs 303.75 7.50 1,956.07 LL lbs 810.00 2,1860.00 2,326.94 1,583.50 560.00 10.00 1,606.39 960.50 500.00 670.00 1,940.45 Max.DL+LL lbs 1,113.75 2,970.00 3,933.33 2,544.00 1,060.00 1,457.50 3,896.52 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:25PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 2 r (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3410.ECW:Floor Framing Description 3410BD FLR FRMG 2 OF 3 Center DL Defl in -0.010 -0.043 0.014 -0.008 -0.002 -0.008 -0.330 UDefl Ratio 5,369.5 2,521.1 7,968.6 5,574.6 20,675.8 7,953.4 600.6 Center LL Defl in -0.027 -0.114 -0.019 -0.012 -0.003 -0.009 -0.303 UDefl Ratio 2,013.6 945.4 5,672.4 3,524.0 18,460.5 7,101.3 653.6 Center Total Defl in -0.037 -0.157 0.021 -0.019 -0.005 -0.018 -0.633 Location ft 2.250 4.500 6.048 1.750 2.000 2.750 8.448 UDefl Ratio 1,464.4 687.6 5,163.0 2,159.1 9,752.7 3,751.6 313.0 Cantilever DL Def I in -0.035 Cantilever LL Defl in -0.032 Total Cant.Defl in -0.067 UDefl Ratio 1,074.5 Title: PLAN 3410 Job# Dsgnr:TRE Date: 1:26PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 1425221an_3410.ECW:FIoor Framing (c)1983-2003 ENERCALC Engineering Software Description 3410BD FLR FRMG 3 OF 3 LTimber Member Information B.a15 B.16 B.a17 B.18 B.19 B.20 Timber Section VL:5.250x16.000 LVL:5.250x7.250 2-2x8 2-2x8 4x12 4x8 Beam Width in 5.250 5.250 3.000 3.000 3.500 3.500 Beam Depth in 16.000 7.250 7.250 7.250 11.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade •osboro,Bigbeam Level,LSL 1.55E Hem Ar,No.2 Douglas Ar- Douglas Ar- �glasAr- 2.2E 2 � No.2 50.0 00.0 00.0 Fb-Basic Allow psi 3,000.0 2,325.0 850.0 900.0 900 .0 900. 0 Fv-Basic Allow psi 300.0 310.0 Elastic Modulus ksi 2,200.0 1,550.0 1,300.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.150 1.000 Member Type Manuf/Pine Manuf/Pine Sawn Sawn Sawn Sawn Repetitive Status No No No No No No [center Span Data Span ft 20.00 3.50 3.50 2.00 12.75 5.00 Dead Load #/ft 150.00 30.00 220.00 60.00 105.00 75.00 Live Load #/ft 400.00 80.00 200.00 100.00 175.00 125.00 Dead Load #/ft 220.00 Live Load #/ft 200.00 Start ft End ft 10.500 Point#1 DL lbs 688.00 2,935.00 LL lbs 770.00 5,730.00 @ X ft 10.500 1.750 Point#2 DL lbs 890.00 LL lbs 1,475.00 @ X ft 10.500 [Results Ratio= 0.8927 0.7563 0.2503 0.0338 0.8123 0.2091 Mmax @ Center in-k 689.86 93.00 7.72 0.96 68.28 7.50 @ X= ft 10.48 1.75 1.75 1.00 6.37 2.50 fb:Actual psi 3,079.7 2,022.2 293.7 36.5 924.8 244.6 Fb:Allowable psi 3,450.0 2,673.8 1,173.0 1,080.0 1,138.5 1,170.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK tv:Actual psi 166.5 175.7 33.3 4.4 58.2 22.5 Fv:Allowable psi 345.0 356.5 172.5 180.0 207.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 3,953.17 1,520.00 385.00 60.00 669.37 187.50 LL lbs 6,615.12 3,005.00 350.00 100.00 1,115.62 312.50 Max.DL+LL lbs 10568.30 4,525.00 735.00 160.00 1,785.00 500.00 @ Right End DL lbs 2,934.82 1,520.00 385.00 60.00 669.37 187.50 LL lbs 5,729.87 3,005.00 350.00 100.00 1,115.62 312.50 Max.DL+LL lbs 8,664.70 4,525.00 735.00 160.00 1,785.00 500.00 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.360 -0.018 -0.006 -0.000 -0.094 -0.006 L/Defl Ratio 665.9 2,343.5 7,002.9 169,372.5 1,628.4 10,117.2 Center LL Defl in -0.627 -0.035 -0.005 -0.000 -0.157 -0.010 UDefl Ratio 382.6 1,190.8 7,703.2 101,623.5 977.0 6,070.3 Center Total Defl in -0.988 -0.053 -0.011 -0.000 -0.251 -0.016 Location ft 9.920 1.750 1.750 1.000 6.375 2.500 L/Defl Ratio 243.0 789.6 3,668.2 63,514.7 610.6 3,793.9 Title: PLAN 3410 Job# Dsgnr: TRE Date: 1:26PM, 20 OCT 14 ESIGN Description:SF RESIDENCE Scope: STRUCTURAL D Rev:580006 User KW O3 2997,Ver eLC E0,1-Dec-2003 Timber Beam & Joist Page 1 ngineering Software Description 3410 ABCD CRAWLSPACE FRAMING 14252_Plan_3410.ECW:CRAWLSPACEFRAMWG [Timber Member Information lYP BEAM 4x10 option powder Timber Section 4x8 4x10 LVL:3.500x9.500 Beam Width in 3.500 3.500 3.500 Beam Depth in 7.250 9.250 9.500 Le:Unbraced Length ft 0.00 0.00 Timber Grade0.00 Douglas Fir- Douglas Fir- ilevel,LSL 1.55E Lards,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 2,325.0 Fv-Basic Allow psi 180.0 180.0 310.0 Elastic Modulus ksi 1,600.0 1,600.0 1,550.0 Load Duration Factor 1.000 1.000 1.330 Member Type Sawn Sawn Manuf/Pine Repetitive Status No No No Center Span Data Span ft 5.00 6.25 6.00 Dead Load #/ft 255.00 240.00 15.00 Live Load #/ft 680.00 640.00 40.00 Point#1 DL lbs LL lbs 3,770.00 X ft 2.500 Point#2 DL lbs LL lbs -3,770.00 @ X ft 5.500 Results Ratio= 0.9774 0.9566 0.3645 Mmax @ Center in-k 35.06 51.56 59.35 @° X= ft 2.50 3.12 2.50 fb:Actual psi 1,143.5 1,033.1 1,127.3 Fb:Allowable psi 1,170.0 1,080.0 3,092.3 Bending OK Bending OK Bending OK fv:Actual psi 105.0 96.8 90.6 Fv:Allowable psi 180.0 180.0 412.3 Shear OK Shear OK Shear OK LReactions @ Left End DL lbs 637.50 750.00 45.00 LL lbs 1,700.00 2,000.00 2,005.00 Max.DL+LL lbs 2,337.50 2,750.00 2,050.00 @ Right End DL lbs 637.50 750.00 45.00 LL lbs 1,700.00 2,000.00 -1,765.00 Max.DL+LL lbs 2,337.50 2,750.00 -1,720.00 [Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.020 -0.022 -0.001 UDefl Ratio 2,975.6 3,361.9 63,804.9 Center LL Defl in -0.054 -0.059 -0.058 UDefl Ratio 1,115.9 1,260.7 1,248.3 Center Total Defl in -0.074 -0.082 -0.059 Location ft 2.500 3.125 2.736 UDefl Ratio 811.5 916.9 1,224.6 TJI JOISTS and RAFTERS 1 Code 1 Code 1_ Code ,_Su est Sug est Suggest L Ick Lplck L ick _1Ick 1 ---- -- ---------t---L I ------ 240!---L360--- Lp _ _ _ (ft.) (in.) ratio (in.) ratio -------Joist---- "1-----b- ------ --- - d Spa.1 LL DL M max V max El L fb 1 ttN L Tn2401 L Ln360 L(n,x 7 T�n)fl. 1 L(In jfl. I I L(tt j60 L(ft;80 Lmax TL dfl ITL deft LL deft.ILL dell. size&grade �width(in.) depth(in.)�(in.) (psf) (psf) (ft-Ibs) (psi) (psI) (ft) ( ) ( ) I ( ) t_ 1 12201 1.40E+08 14.71 27.73 15.23 14.80 14.71 0.661 0.48 13.31 13.45 13.31 0:444 360 0.32 495 9 5 TJI 1101 1.75 _ 9 5� 19.2 40 15 2380 0 721 0.52 14.14 14.29 14.14 0.471 360 0.34 495 9.5'TJI 110 1.75 9 5 16, 40 15 2380 1220' 1.40E+08 16.11 33 27 16.191 15.73 15.731 9.5"TJI11p 1.75 9.51 121 40 15 2380 1220 1.40E+08 18 611 44 36 17.821 17.311 17.31 0.791 0.58 15.57 15.73 15.57 0.521 360 0.38 495 9.5"_TJI 110 1.75 _._._951 9.6 40 15 2380 1220. 1 40E+08 20 80155 45. _19.19 18,641 __.18.64_ 0.851 0.621 16.77 16.94 16.77 0.561 360 0.411 495 30 50 14:17 14 94 :11 1497 0.46 384 0 35 480 9.5"TJI 1101 1.75' 9.51 1 161 40 10 2500 12201 1.57E+08 40 10 2500' 1220 1.57E+08 17.3 15.811 36.80 17 38, 16 341 16.34 0.681 0 5s4: 15.27 13.97 13.97 0.441 384 0.351 480 9.5"TJI 110 1.75 9.5 1616.69 16.34 16 34 0.51 384 0 41 480 - 20.581 8 ---- - ---------- • 480 9.5"TJI 110 1.751 9 5 121 40 10 2500 1220 1 57E+08 20 00 48.80 19 11 17.984 19.37 0.81 0.65 17.98 17 60 17 60 0.551 _.384 0.44 1 f 9.5"TJ11101 1.751 9 5 9.61 40 10 2500 122011 1.57E+08 22.36 61.00 20 581 19.371 ` I 16.301 16.301 9.5"TJI 210 2.06251 9.51 19.21 40 10 3000 13301 1 87E+08 18.97 39.90 18.40, 17 32, 17 32 0.72 0:58 16.08 15 68 0.541 15.13 74, •'1 :15 74 0 491 384 039 ; 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 I 17.70 17 32 17 32 0 541 384 0'.431 480 2.06251 9 5 121 40 101 3000 133011.87E+08 21 911 53.20 20.261 19.061 19.06 0.79, 6•�, 1 9.5"TJI 2101 1.8-E+ -4 9.5"TJI 2101 2.0625 9.51 9.6� 40 10t 3000 1330 1.87E+OB 24.49 66.50 21.82 i 20.531 1 20.53 16 ' 0.861 0.681 1 19.06 18.66 18.66 0.581" 384 0 47 480 480 9.5"TJI 2301 2.31251 9.51 19.21 40 101 3330 1330j 2.06E+08 1330 2.06E+08 19 991 33.25 39.90; 19.01 17891 17.89 0.75) 0 6 1 16.60 16 25 I8•25 00.45811 384 0 4384 11 480 9.5"TJI 230 2.3125 9.5 12 40 10 333018.28 17.89 17 89 ...._0 561 .....384 _._0 451 ....._480 9.5"TJI 2301 2.31251 9.51 121 40 101 3330 1330 2.06E+08 23.081 53.20 20.92.. 19.69 19.69 0.821 0.66 i 9.5"TJI 2301 2.31251 9.51 9.6! 40 101 3330 13301 2.06E+08 25.81' 66.50 22.541 21.211 21.21':. 0.881 0.711 I 19.69 19.27 19.27 0.601 384 0.481 480 1 1 I I +! -- ---1 -' '' 0 54 17.04 16.67 16.67 0.521 384 0 384 .42{ 480 480 11,875"TJI 110' 1 75{ 11.8751. 19.65 40 101 3160 1560 2.67E+08 19.47 49 80 10.721 19.551 17.78, 0.671 1 1 2.67E+08 19.47 46.80 11,875"TJI 110 1.75 11 875 16; 40 10 3160 15601560: 2.67E+08 22.491 62.40 22.811 21.46 2.50 1.46; 0.89 0.72 19.93 19.50 19.50 0.611 384 0.49 480 11.875"TJI 1101 1.75 11.8751 12 40 10 3160 1 11.875"TJI 1101 1.75, 11.8751 9.6 40 10 3160 1560; 2.67E+08 25.14 78.00 24.571 23 121 23 12� 0.96 0 77 21.46 21.01 21.01 0-66� 384 0.53 480 i - - - - -- --- -- - 18 00 17 62 17 62 0 55' 384 0 441 480 ----- _ - _ 18��= '0 59 384 0 47 480'. 11.875"TJI 2101 2.0625{ 11.8751 116 40 10, 3795 40 10 3795 1655x'3.150+08 21.34 49.65 21.901 20.611 20.81 0.86 0.69 19.13 18.72 11.875"TJI 210 2.0625 11.875 80 --------27.5 1--_-_ ;- 1 L 2268' 2268 _ 095 076] 2105 20.61 20.61 0.641 __. 24.431 24 43j 1.021 0.81 22.68 22.20 22 20 0 691 384 0 555 480 11.875'TJ1210 2.0625 11.875 12 40 101 3795 1655 3.15E+08 24.64 66.20 24. I I 11.875"TJI 2101 2.0625; 11.875 9.61 40 10 3795 1655 3.15E+08 27.55 82.75 25.961 1 I 480 19.76 ' 19.34 14 04 (0 60 384 0 48 480 11.875"TJI 230; 2.3125] 11.875 19.21 40 10 4215 1655 3.47E+OB 20.531 4138 21.281 20.031 20.03 0.831 0.671 18.59 18.20 18 20 0 57 384 0 451 0 78 21,74 21.28 21.28 0 67' 384 0 53 480 11,875"TJI.230 2:3125 11675 16 40 '10 4215 1655 3.470+08 22 49 49 65 22.62 21.28 21.28 0.89 0 71 ---- ---- '_ 11.875"TJI 230 2.3125 11.8751 12` 40 10' 4215 1655:1_3.47E+08 25.911_ 66 20 24.891 23.42L 23.42: 0.98L__ 480 11 875"TJI 230 2.3125 11 875 9.6 40 10 4215 1655 3 47E+OB .29.03E 82.75 26.81 I 25.231 25.231. 1 05 0.M 23 42 22.93 22.93 0.721_1 3 , r----- 1 I I - - a6o 1 0.661 ! 18.28 17.89 17 89 0 561 384 0 451 0.82; 4315 1480; 3.30E+08 22.76 : 44,40 22.24' 20.93 20.93 0.87 0.70 19.43 19.01' 4 1901, 0 59 384 q 481 480 121 40 101 4315 14801 3.30E+08 26.281 59.20 24.481 23.03.' 23.03 0.961 0.771 21.38 20.93 20.93 0.651 3841 0.521 480 11.875"RF PI 11.875' RFP14001 2.06251 11.8751 19.2 40 10 4315 1480' 3.30E+08 20.77; 37.00 20.93 19.691 19. 1 2.06251 11.8751 111.87x5"RFP,400 240625 11.875 16 40 10 8 74.00 26.37; 24.811 24.81 11 875"RFP1400! 2.06251 116751 9.61 401 101 43151 14801 3.30E+08� 29.381 I 1 1 I 1.03 0.831 I 23.031 22.54 22.54- 0.70; 384 0.561 480 Page 1 D+L+S CT#14189-Betahny Creek Falls LOAD CASE Ke 1.00[1.11'9...011.1(44.Factor __- �1�-BASED ON ANSIlAFBP�NDS-1997 SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3,7,1 .__.c._._._._0.80(Constant)> Section 3.7.1.5 _ ____ ME KcE 0.30 Constant > Section 3.7.1.5��___.._- _�-�� �_=�Sectlon 2.3,10 __- _ Bendin. Comp. Size Size _�_CfCFb m 1997 ND3S Stud Grade Width e:. __-NDS 3.9.2 Maz.Wall duration du atm factor factor _�-=__ - Q��Q', 'ID Hor.Load =1.0 .i Cd Fc Cf cf '� _- ® I�_ •If �■ME .ei 7 .Fc1 _ E MIME IM��®�L���� Fce H-F Stud In.5 ®� �� 1730 �� Fb FcZ • .si I psi .si �' H-F Stud 0.9916 1993.4 �� 1,15 ®1,05 1.15 405 800 1,200,000 854 -�� _� Fb"1-fc0.00 H-F Stud ®® 1340 0 0.9966 1993.4 1.00 _ � �� 0.00 0.000 ® ® 1.1 1.05 1.15 675 405 �1,200,000 854 966 378.09 340.90��.� 0.00 0.000 H-F Stud 1.5 �� 1795 0 0.9947 �2r857.8 1.00 1.15 _+.i 1.05 1.15 675 405 800 1200,000�] H-F Stud 1.5 ®� ��' 0.9921Mc +.00 1.15 1.1 1.05®�0 405 r..•r1111.10�m 3® 340.90 393.65 1.00 _0_00_ 0.000 H-F Stud 1.5 �' 0.9953 1,00 ®® 1.15 675 405 ®1,zoo 000 ttiii777 ® � " 0.9921 3986.7 1.00 J93.85 1.00 0.00 0.000 - - _ ®®1�1.+s 67s 405 800 1,zoo,000 _- o.00 o.00b SPF Stud ® 3,5ii 1695 _-�- ---- ____ ® 0.00 0.000 SPF Stud 1.5 3.5 �� 1320J 0.9952 2091.a 1.00 1.15 +.1 1.05® 725 1,200000 __--__ SPF Stud 1.5 3.5 ®�� 0,9944 0.9944 ® 1.00 1.15 1.1 1.05 1.15 675 ma 725 1200,000®® �� 7� 0.00 0.000 SPF Stud 1.5 3B 8.25moum1.16 nu 1.05 1.15 675 725 1,200,000 ® 00 0 - SPF Stud IK`® 0 0.9957 2091.8 1.00 ®®g�1.15 675 425 ®1,200,000 854�® 3®®®® _825 28.3 2030___0 0.9925 2789.1 __1.00 _1.15 1.1 1.05 1.15 _675 425 725_ 1,200,000 _854® SPF ���MIN� 8.25 28.3 3050 - 0 0.9957 .__4183.6 1.00 1.15 1.1 1.05 1.15 675-...-425_.. 725 1.200.000 854 ® 449 ® ®___ ___. 000 0.000 r 0.00 0.000 • � 449.95 388.13 .r 0.00 0.000 __-- � 449.95 388.13 386.87 1.00 0.00 0.000 ® ]® 0 �__ 444-15 386.13 367.30 1.00 0.00 0.000 ��®�11-10 1.15 8s0 ___ �®®®amp 0 1.00 `� 1300 1,300,000 ) 1644.5_�ctr� __- _ ®®�'0 1.15 850 405 �1.300,000 ����� 0.00 0.000 ____--- 1.00 1.3 1.10 1.15 80 405 Ea 1,300,000® 1IIIIMLIMM ® 506.16 0.60 0.00 0.000 �_..___.- __ 1 11 0.00 0.000 SPF#2 1.5 5.5 �� �® � 1.15 1.3 _1.10 1.15 1150 1_400!000 1,308 14 1414-�_�_ SPF#2 1.5 ®�;���i•� 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 - ® 0.00 0.000 �.EB� 0.3158 3287.1 1,00 +150 1,400,000 1,306 531 1454.75 1296.35 ___���- ®®ib[1 i.1s 875 �t,aoo,000 531.23Iltill_ 0 0 o.00u ___ �r•• 531 1454.75 1286.30 531.23 IIIIIIIIIIMIIIIIIII SPF Stud 1.5 3.5 _-- �� _ ®__ 0.00 0.000 _ ��MMI�i 0.9913 �i• . 1.00 1.15 m_ - 1.5111111111111011111111111.1 5.5 �_� 1450�_� _1-F2_,5o.00 -0.000 H-F#2 1.5 5.5 16 ifl 1360 0 0.9917 7 3287.1 1.00 87.1 1.00 1.15 1.3 1.10 1.15 875 425 1300 1,300,000 1,271 506 1644.5 226.94 ® 01.1_5 875 425 1150 1,300,000� 531 1454.75 226.90® 234.34 0,00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 D+L+W --' __1997 NDS _.__..._...__..._ Ke 1 AO Desien Buick)!Factor -----1111 Cf �]_199 NDS ME _� MEM .. Ch [ _Q�'�_ c 0:80(Constant > Section 3.7.1.5 �� KCE 0.30 Constant > Section 2.3.1.5 _Bendin. e•11• Size Size Re.._ �_�� __-- _- Cb Sectlon 2.3.10 -__- duration�d" factor use___-�Fc•er•'1101311111121111111=101111112111111._a.�aww_� lc/F'c Q�I� Nor. �' ', Load®[3(E]] ite0 '�� FE =M� •sl ������M�r��sc�r •I Fb(1 /111 (�1.sd"- "�l �'' E5��1�__Psi �����' saa',a' 378.78 0.586 ®®®�_��Q�- �®��® 675 1,200,000 191.75I}1 376 8 _0.665 MEM1.5 ���® 0.9941 1.00 1.1 1.05® 875 405 800 1,200,000 1,366 N•:�'I 217.14 E 0.575 V�EM 1.5 ®�:�� ®_'� o 9942 1993.4 0.9998 2657.8® 1.00 11 1As 1.15 675 405 800 1,200,000 1,366® i i+ra+e�14 �� 0.585 -.T-11113111.19.1.11.1011110111111B11111333 5 ®®�� li 0.9943 1993.4 1.65 MEM 1 i us 1.15 MIMI 405 eoo 1,zoo,000l 506 o 0.585 =MA 1.5 ®���,�® 800 1,200,000180.893 1� 0.9981 2657.8 - 800 1,zoo ooS 506 . r H-F Stud ® ® 8.25��� 0.9981 3988.7 �� 1.1 1.05 1.15 m��.'� _____-__- H-F Stud ®� 8.25��®� -___-___ 515.42� �376.78 __�__-- �rnr� 1.00 ® ® 675 .� 725 1,200,000 378.09 328.30 177.78 376.78 0_818 7.708MEE 700 i 1.15 675 725 1,200,000 328.30 177.79�Qr�' 0.618 SPFStud ®®�� 9 700 `r'•ss_ 2789.1 1.00 ®�/'1'�1.15 675 Km 725 1,zoo oo0�m®� __ SPFStud ®®N 1925 M.= 0.9 2789.1 ma 1.00 ® C' 243.81 E 0.577 ®®®� 960 .13 0.9970 �yr�'• 1.00 ®1.05 1.15 425 725 1,200,000 1,366® � SPF Stud 1.5 3.5 .5.25 28.3� _ SPF Stud 1.5_ 3_5_ 8.25 28.3 1405_8.13 0.9952 2789.1_ 1.60 1.00 1.05 1:15 675 425 725 1,200,000 1,366 531 761.25 449.95 378.35 267.62 0.71 271.03 _0490 ..__..._...._. IS 8.25 2320 8.13 0.9958 4183.6 1.60 1.00 1.05 1.15 675 425 725 1.200.000 1.386 531 781.25 449.95 378.35 294.60 0.78 180.89 0.3 83 SPF Stud 1.5 3.5 � - 1-1-1#2 ®®7 7.7083 16.8 3132 9.71 0.3909 3132,4 1.60 1.00 ®1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1378.83 969.91 506.18 0.56 146.34 0 1' H-F 9 19.8 3132 8.48 0.5743 3132.4 ®® 1.10® 850 41' 1300 1,300,000 2,033•��.�' 1011.45 804.50 50618 0.63 146.34 0.178 MOM 1.5 ®��®®®®® 425 1150 1,400,000 2,093®M� 840.30 531.23 0.58 152.58 0.114 EM 840.30® 0.56� 0.114 SPF#2 1.5 ®�7.7089 ®® 0.6033 �3c2 isa 1.60 1.00 1.10 1.00 1 10®� 425 1150 1,400,000® 0.66=- SPF#2 ®®� 0.6033 '' 1,400,000®�®�:�1296.30®_ 0.4790 ��"�®�1.15 �+��''� _INIIIIIIIIIII ______-- si is SPF#2 ®®����� � -___--___ ININININII _____--C-___-- 1,200,000 N 761.251111�� 17.78 0.13 ii4t114$4t 0.979 SPF Stud 1.5 ®�® 50.0 70 8.48 0.9957 2091.8 1,80 1.00 1.1 1.05® 675 Wild sc�t 108.87 0.46 927.02 0.788 SPF#2 1.5 ®�� 41.5 630 0.9941 3287.1 1.60 1.00 1.3 1.10® 875 425 1150 1,400,000 2,093® s H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9821 3132.4 1.60 1.00 1.3 1.10,1.15 850 405 1300 1,300,000 2,033 506 1430 226,94 219.02 96.17 0.44 927.02 0.796 Page 1 D+L+yy+,5S CT#14189-Batahny Creak Falls LOAD CASE Ke 1 ah y Creek BFalls Factor (12-14) BASED ON ANSI/AF&PA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 c 0.80 Constant Fact on 3.7.1.5 r ____ _ KcE 0.30(Constan�> Section 3.7.1.5ME ���� ill-TEliali _--__- SecBon 2.3.10 -Cf b n �1997 NDS�iM Bendin Com Slze Size ®��'�'� ! Ho �duration duration factor tactor __�� 1�7� Cf Cf Cr �i�Fc•er• H-F Stud _®_7.7083 •11095 Min •It __�1« =�_ __ H-F Stud _® � 765 0.9962 1993.4 1.15 imam 1.15 675 ao5 ■�-�®�: 3 966 m�®�®rm�_ H-F Stud ® ®� 1765 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 ®1,200,000 ® 966®®� HH-F StStud _��:�__ 0.9969 2657.8 1.60 "Ti '5 1.1 1A5 111311.3/1111Zal 800 1,200,000 1,366 Nocom�m 378.09 340.90 194.29 0.54 337.54 __0.074 H-F Stud 0.9963 1.60 1,15 1 1 1 05®®� 800 1,200,000 1,366 3 � 340.80 218.05 0.64 335.64 _ 0.586 H-F Stud ® 8.25 28.3 0.9959 1.60 1.15 ®1.05 1.15 675 405 800 1,200,000 1,366 506 ® IK'`� 0.596 -=== 8.25 28.3 1.1.1.111 8.13 0.9980 3986.7 1.15 ®1.05 1.1_5 675 405 1,200,000 1,366 506 .®,, ®®_��� SPF Stud _® �_ .111 __- -_ - __' 180.69 0.406 MIN SPF Stud Wi _ 1080 9.71 0. 2091.8 1.60 1.15_ 1:1 1.05 __ SPF Stud �_ 30.9 0.9988 2091.8 1.60 1.1s 1.1 1.05 uma 725 1200000�i..® 0.64 447.52 0.589 ��®_ 30.9 0,9944 1-15 1,1 755®�� 725 1,200,o00�c- 875 438 378 0911111MMEMEIXEIMMO 0-577 SPF Stud 1.5 3.5 16 8.25 28.3 ®_� 725 1200,000 ®875.438�r��r�� 0.57 447.52 0,669 1 05 SPF Stud 1.5 3.5 12 8.25 28.3_®®_0.9952 __2789.10.9952 1.60 1.60 ®®1,05 7.15® 425 725 1,200,000 1,366 531 875 438 875.438 449.95®®®®® SPF Stud 1.5 3.5 8 - 8.25 28.3 2360 8.13 0.9922 4183.6 --1.60 1.15 1.1 1.05 1,15 675 425 .7 425 25 1,200,000 1 200 000®®875.438 449.95 388.13 299.66 0.77 271 03 180.89 0.396 _®i�E7 � i��_76_11 1s�%10®-fir.1300000�M �� 96 ®®�� s.zs ®®1.10®�� IEJ x,300,000 oFi9 -__ =M9 0.4100 3132.4 1.6o -=Uaos •. 1,300,000 ® 1644 rrt®,® 506.18 o.eo j SPF#2 ®® 7.7083 � _� SPF#2 _ � 0.3872 3287.1 1.60 -.15 1.3 1.10 ou�azi __�__� 0.124 SPF#2 ®��_IN� �� 0.5595 3287,1 1.60 1.15 _1.3 1.10 1.15 425 1150 1,400,000 2093® �,.�.�_ 0.52 182.53 0.119 �__ 0.4342 1.15 1.3 1.10 1.15_ma 1150 1_400,000 2093® 1089.25 izs li® 0.62 1i®�0 _ ____ t�_ 1150 1,400,000 2,093 1286.30 0.58 �a4J SPF Stud ®®_� 0.9955 2091.8 _ 1.1 -_�_=--_ _____11011111 �® 1.05 _- _ ESIFIMM®1,200,000 ®_��_�' _ SPF#2 ® 5.5 i_-• __ 0.9914 _____-_�- H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3131®®� 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 _� 1150 1_400,000 2,083 531��® 108.87 0.45 927.02 0.786 Page 1 Dr.L+S+.5W BASED ON ANSIIAF&PA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 �� CT#14189-Betahny Creek Falls LOAD CASE (12-15) 'E r_- -____-= 0 80 0851st Buckling Factor _OM ���= Cr _ Cf(Fb Cf(Fc)_199-3� c 0.80 Constant s Section 3.7.1.6 - IIIIIIIIIMIII KcECb 0.30 Constant Section 3.7.1.5 -Bending Size Size -Cb =Section 22==�NDS 3.9.2 duration J talar factor ___-__® ®0 �� Fc © 1.������ Fb® BMIM Hor.Load' ______,�."_+a>:����'`��C���� is i •si psi ig39 0.403 Stud Orad=®® ® -�� 5 _r,� �1�F05 I 67' 5 800 1,200,000 1,366 � �� 0.9935 �ria� �® ��dCCC�7 966 340.90 �Q 0.470 ®® �'�®ct1�'m 1993.4 _1.60 1.15 1.1- 1.05® 875 405 800 1,200,000 1,366�,� 378.09 340.90 ' 0.403 ®������ 0® 2857.8 1.80 1.15 7.1 t i 1.15 405 800 1,200,000 1,366��'-"6 EXIM 395.22' 0.408 H- H-F Stud ®��`r''�® 1.1 1.05 1.15 sa ' 800 1,200,000 395.22 320.00® 0.343 0.9960 1993.4 1.60 ® 1,200,000 0.343 R Stud ®�_������ 0.9990 ��®®1.05 1.15�l��i'� 1 200000 506 =- H-F Stud ®®� 8.25 0.9999 =�=_- _m• __-_- H-F Stud ® ��ccZtIscy1 188.39 0.392 _r�__=_____-� 2020-ELIA 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366® 'r• 3 1 288.39 0.392 SPFStud 1.5 ®Q� 965 MR 0.9970 2091.8 1.15 1.1_ 1.05 1.15 875 425_ 725 1,200,000 1,386® 336.17 280.95 787.82 0.396 SPF Stud 1:5 ®�� 09990 2789.1 1.15 1.1 1.05 1.15 675 425 725 atm 1,200000®00,000 1 366 ® 388.13 299.68 0.77 180.69 SPF Stud 1.5 ®®��� 1370 425 SPF Stud ®®�� �® 0.9922 2081 8 ®®®®®® 1 200 000 1,366 875.438 449.95 388.13 _316.19_0:81 135.51 0.33 1.15 _1.05 1.15 675 425 ®. __ ....-..._._.....__.... _._--�� SPF Stud 1_5 _8_.25 28.3 1660 4.085 0.9973 2789.1 1.15 ®1.05 -1715 675 425 ®1,200000 1,368_87 449:95 333.97 0.88 90.34 0.257 SPF Stud 1.5 8.25 28.3 2830 4.085 0.9989 4183.8 =_-_- __-��� 1 506.18 76.29 III MIN= �sr_y� �� --- ��, 1,300,000 �resc+� 1 9 lH-F#2 1.5 iia®®� 0.4544 � '0 ®®1.10 H-F#2 1.5 ®� . 18.0 3132 4.65 0.3479 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033® 1644.5 1211.70 846.77 506.18 0.53 73.17 0.06 0 062 H #2 1.5 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.10 1.15 4� 1300 11300,000 2 033__ 1644 5_1203 ElailEnMaallitan70 946.77 506.18 0 53 0 057 IIINI- ____-_-�r�cy�I MIMI 1.10 1.15 11211111121111111111 1,400,000 lUMEI 1089.25 marman 0.62 90.61 0.0e5 SPF#2 ®® 7.7083 �: � ® ® 1.10 1.15 .� 1,400,000 � SPF#2 ®®� 9 ®® 0.3750 ���®110 1.15 1150 1,400,000 2,093 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF#2 ®®�® 18.0 3287 4.065 0.3750 3287.1 SPF Stud21.5 ®�® 50 255 423 0.9959 2091.8 1.60 ® 1.1 1.05® 675 ®® 1,200,000 1,366®®® 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 483.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 1 D+L+S+,70 CT#14189-Betahny Creek Falls I LOAD CASE12-16 Ks 1.00 Design Bucldin.Factor )� ( I (BASED ON ANSI/AFBPA NDS-1987) SEE SECTION: 2.3.1 2.3.1 2.3.1 3,7.1 3.7.1 _.._.._c 0.80 Constant > Section 3.7.1.5 D+L+g+E/1.4 KcE 0.30 Constant > Section 3.7.1.5=mom -_-- -.___.-._ _.._......_......_.. __________ Cr _ �� Sec_tion 2.3.10 -_ Bendel. Com Size Size �n Cf Fb --- _ ____=� o at_._-. __ ���1997 NDS..--_ 1111111111111111111 Stud Grade �-NDS 3.9.2 duration duratio factor factor�__ ==� ®®© IV Hort Load_L,-.cir PI-4 d 10[.1(2`.� Cf Fc ©�� ® _�_� ee H-F Stud ®®�7.ft ��� pi f _ (Fb) Fu �� Psi_ ..i ®_®� H-F Stud 30.9 0.9983 1993.4 1.60 1.15 1.1 1.05 p- '00,- rIImr15����m�� �'�Fb'•1-fc0 33 H-F Stud KI®�� 30.9®® 0.9960 1993.4 1.60 1.15 1.1 1.05®®® 800 1200,000 1,366 508800 1 200 000 1 366 506 man® 378.02���� 188.85 0,430 H-F Stud ® u� ® 0.9937 2657.8 1.60 ® 1.1 1.05 1.15 875 405 800_ 1,200,000e.. 378.09 340.90 270.48 0.75 0.430 H-F Stud ®Im� . 26.3 ® 0.9961 1993.4 1.60 ® 1.1 1.05®`BE`� 800 1,200,000 ''' 340.90 270.48 0.79 141.63 0.364 H-F Stud ®® 28.3 0.9947 1:60 ® 1 1 1.05 115 875 405 800 1,200,000.. ®®®® " �' ID ___�__ 0.9966 3986.7 1.80 =ffil 1.05 1.15 675 405 800_ 1,200_000 ].-1c 11123311111051 342.81 119.01 0.315 SPF Stud --- __ �_--__ICOMINIEM 342 86 Num 7i73-4 0.244 ® �® 0.9984 ® 1.05 1.15 _675 425 725 1,200,000 SPF Stud ®�,� ® '�� 1.60 =Nam 1000 0.9918 2091.8 1.60 ® 1.1 1.05 1.15 675 425 725 1,200,000®�®IIIIIRIMMED 378.09 431.52 253.97 0.76 188.53 _0.424 ®®®______ .m® 0.9962 2789,1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,050® SPF Stud 1.5 3.5 16 28.3 ® r�. ® 115 1.1 1.05 1.15 875_ 425 1,200,000®®875.438 449.95 378.00®® 0.79 158.68 0366 SPF Stud 1.5 3.5 __12____8.25 28.3 1690 0.9940 2789.1 1.60 1.15 1.05 1.15 675 425 ®1,200,000® 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 6 8.25 28.3 2870_ --___-- 0.9987 4183.8 110 1.15 1.05 1.15 675 425 725 1,2 1366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 �i�_®��1' 3132 --_ �� ��''�M �'��®®���-]�] 3132 _ 3132.4 ��®®�®��.• '�J 1,300000 H-F#2 ®®mt��®� '®�'' 3132.4 MI 1.15 ®1.10® p.�il`�m 1300Ei1,300,000 1031.58 508.18 56.10 0.044 _____- 3132.4 1.15 ®1.10 850 1300 1,300,000®mmu DMIIIIIIMMILDEC 0.60 0.075 SPF#2 ®®�7.7083 ---____��� -__��_ 508.18�i SPF#2 �® '_ 3287.1 1.15 1.3_ 1.10 1150 1,400,000 2,093 1454.75111111111111111111111111111 SPF#2 ®� 9 19.6 ® 0.4618 3287.1 1.15 1.3 1.1015 875 425_ 1150 1,400,000 2,093 1454.75 1089 25 IMMO 531.23 - i immem_���`s 18.0��®�' �,®®�1.15 875 425 1150 1,400,000 531.23sal 23_ 74.25 0.071 11111111 _�__--_C_� - -___®_12_--__-14.25 0.052 �����®� � 0 2091.6 �,,® 1.1 1.05��� ®__®_-'' ��® � __ __� 725 1,zoo,000 _ SPF#2 1.5 ®�� 41.5 1020 0.9910 --__ 0.727 - H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 ®®1.a 1.1.10 1i15®® 1300 1,300,000 150 �®11844.5 226.94 220.14 152.73 0.69 340.83 0.513 454.75�® 164.85 0.70� 0.500 Page 1 180 Mammon St. /MI E. NGINEERING.e Stine 302 Seattle,WA / . . 98109 Project: * ..0- ---*-- .---t; 0--.r- / Date: '-------- (206)286-4612 PAX: Client: Page Number: (206)23646114 . AP/V P11% - ( 1 :42 P57- t4144-\) ) / Wita- Kg_ WALL- W elf°II'S) - 365 fik,. 4.,...1 4 -45t2 , _ - 202,0 ---- 10- ----- --- ...... ........ iSin)PSr V . .• le 92 -40 (1Y( 2.411rt;,-.451,its ni.esre f-- 4 r 4 vA r 11 ,.ePt f ...... ..... r . .___:C 36 Se"-- - fifY. 191; : 16' , Stnxeturai EngIneot.s --:-- ' .m ' IlmIM°Il.l.lIMlM.MlM.IlM.IIIMM.lMl.11.11...l.l.l.11I..IllllIllM1..III' EllE N G I N E E R I N G 180 Nickerson St. }p t N C Suite et F2 ,/F Beattie„WAProtect: LL 1 98104 Date: �} (246)285-4512 Client: SI tk►i -4.i141.4"> �" Y'�,4 1 • Page Number: FAX: (206)285-0618 PRcmP � Aiti VAUes P ' -.. -Tit 16040.,eze C-- 3` GSW ° %kk�S 4- ., _%� P — ►„ _ Ce145. tc'�. w dao 3 t I , , : : 1,44,41.,(... ., , t.f?‘.) 1,00 ' `=`16 4 ` 1 f)1 fie. . 4 ° . t i . . `` -� ,, iz poles 1.440.3 ie. 604 k ° .. .. + 4.____ Structural Engineers 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA A ( Project: 98109 1v"r"/vS)� — ��("°' ~ �_q® ` Date: 9—Vii. 06• (206)285-4 512 FAX: Client: 2072 ;f>e / �08 ��C'wS9-405Qi'v Page Number: (206)285-0618 . ti • 1 • � ,, J A,.6-14:-..i._ t Q Zt( 33 `� 4 2,b to • 3/°l5 , 11a.s� �, ' at v t n � - hb f l'"G ?714. 20 �' �2 `h _ l5.�t - ;1) t: i qi 12 -1-10 65 . ,.JL ? r ' ''. ' r ' : ' r r ; 'fr (.4)(S 1:,444.1 . . ;:, ;.: I ',gL ...ttifri73')Teig l e r • � ( t � �w _ � " a _ . `- -- r , . � �,�l� Jr).- - =tom r S • / f 47- t0 _ ._. , . � GCS' � Z- v s - - - - — 4)+''i_ f `� 64 .61.:& . ✓i.4 . '' y 4,yP 4+ _ .1,4":41.4 _ — - JZ w .12. - , - ta 1232 } -_. ; i._ f.. , ; •`,. i 21 t"3‘!: : !:b ` - - ' '' - it qte _. 1 • 1 — , W\ ...,,,,4,-,..:}x4 Z Structural Engineers / , SOp"l1C 4-,+3.6,4-, 3 -- �,^ r 14 • Design Maps Summary Report Page 1 of 1 IlinGS Design Maps Summary Report User—Specified Input Building Code Reference Document 2012 International° Building Code (which utilizes USGS hazard data available in 2008) 45.43123N, 122.77149°W Site Soil Classification Site Class D _;"Stiff Soil" Risk Category I/II/III ;'4i. ';) 1,0 „ a tikiti4 Iv, • Y = 4,1 e z '-'d° $fie lCe + eg3 is Ong City T y T atm ut USGS—Provided Outp SS = 0.972 g SMS = 1.080 g S°S = 0.720 g S. = 0.423 g SMx = 0.667 g Sox = .448 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. 0.02 NICER ResponseSpectrum DesignResponse Sped pe rum 040 0,1/ 0.s o, is 0.55 �w _ 0.44 t 0.24 X22 1422 t4.BG ti, t�.t tt O.,t90 0.0 0 0.2 0 42.t d. 0. 3 1.°41 . 1. 54 1.4 0 L 4 100 0.0 0 0.20 0,40 0. t 0 1.00 t 1_0 L e tie 2 Pard.T(sec) period.I(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14252: Plan 3410 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude=Varies W http://earthquake.usgs.00v/research/hazmaps/ http://earthquake.usgs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SMS=F,,*Si SMS= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS Sos= 0.78 EQ 16-39 EQ 11.4-3 SDI=2/3*SMI SDI= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor no- 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0', N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv, Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14252:Plan 3410 Sos= 0.78 h„ = 18.00(ft) Soi= 0.50 x = 0.75ASCE 7-05(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S,= 0.50 k= 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Bps/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=So,/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Sp,*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if Si>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,� = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *h,k Vi DESIGN Vi Roof - 18;00 18.00 1460 0.022 32.12 5782 0.59 3.58 3.58 2nd 8.00 10.00' 10.00 1460 0.028' 40.88 408.8 0.41 2.53 6.11 1st(base) 10.00 0.00 SUM= 73.0 987.0 1.00 6.11 E=V= 8.73(LRFD) 0.7*E= 6.11 (ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPX = DIAPHR. F; E F, w, E w; FPX= EF; *w fu 0.4*Sps*1E*w, 0.2*Sos*IE*wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew; FPX Max. FPX Min. Roof 3.58 3.58 32.1 32.1 4.99 3.58 9.99 4.99 2nd 2.53 6.11 40.9 73.0 6.36 3.42 12.71 6.36 1st(base) 0.00 0.00 0.0 73.0 0.00 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14252:Plan 3410 NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)=J 30.00 30,00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- Building Width= 34.0 43M ft. V u/t. Wind Speed 3 Sec.Gnat= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 see Gust=t ,tYX ,9 mph (EQ 16-33) Exposure=' B B. Iw=j 1.0 1.0+ N/A N/A Roof Type= Gable Gable Ps3oA= 28.6 28.6;psf Figure 28.6-1 13330 e= 4.6 4.6 psf Figure 28.6-1 Ps3oc= 20.7 20.7;psf Figure 28.6-1 Ps30 D= 4,7 4,7 psf Figure 28.6-1 N= 1.00 1.00 Figure 28.6-1 Kn= 1.00 1.00 Section 26.8 windward/lee 1.00 1.00;(Single Family Home) *Kzt*I : 1,,. 1 Ps=X Kzt*I*Pe30= (Eq.28.6-1) Ps A= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) PsD= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PS A end C average- 24.7 24.7 psf (LRFD) PS B end D eye,.= 4.7 4.7 psf (LRFD) a= 3.4 3.4 Figure 28.6-1 2a= 6.8 6.8 width-2'2a= 20.4 29.4 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00 1.00 0.89 0.89' 16 psf min. 16 psf min. width factor 2nd-> 1.00 0.89 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 163.2 0 244.8 0 145.2 0 314 Roof 18.00 18.00 4.0 54.4 0 81.6 0 54.4 0 104.7 0 8.7 9.9 5.15 5.15 5.87 5.87 2nd 8.00 10.00 10.00 9.0 122.4 0 183.6 0 122.4 0 264.6 0 4.9 6.2 7.30 12.45 8.98 14.84 1st(base) 10.00 0.00 0.00 0 0.00 0.00 Ar= 850 AF= 1005 13.6 16.1 V(n-s)= 12.45 V(e-w)= 14.84 kips(LRFD) kips(LRFD) kips kips Page 1 • ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14252:Plan 3410 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(NS) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(NS)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00 0.00 0.00'` 0.00 8.70 8.70 9.89 9.89 2nd 8.00 10.00 10.00 0.00 0.00 0.00 0.00 4.90 13.60 6.19 16.08 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 13.60 V(e-w)= 16.08 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 0.6*W 0.6*W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 8.70 8.70 9.89 9.89 5.22 5.22 5.94 5.94 2nd 10 0 0 4.90 13.60 6.19 16.08 2.94 8.16 3.72 9.65 1st(base) 0 0 0 V(n-s)= 13.60 V(e-w)= 16.08 V(n-s)= 8.16 V(e-w)= 9.65 kips(LRFD) kips(LRFD) kips(ASD) kips ASD Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14252: Plan 3410 SHEATHING THICKNESS tsheathing= 7/16° NAIL SIZE nail size= 0.131"dia.X 2.5'long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc.Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790',, 832 2P4 1520', 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14252:Plan 3410 Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 3.58 kips Design Wind N-S V i= 5.22 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.58 kips Sum Wind N-S V i= 5.22 kips Min.Lwall= 2.57 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft.. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type V i OTM ROTM Unet Usum OTM (sqft) (ft) (ft) (WO (kip) (kip) (kip) (kip) p (p10 kip-M U ) Usum Usum HD (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 730 33.5 36.0 1.00 0.15 2.61 0.00 1.79 0.00 1.00 1.00 53 P6TN P6TN 78 16.11 44.77 -0.87 -0.87 23.50 54.27 -0.94 -0.94 -0.87 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 0' 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0___ - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl** 730 39.5 40,0 0.90 0.15' 2.61 0.00 1.79 0.00 1.00 1.00 50 P6TN P6TN 73 16.11 58.66 -1.10 -1.10 23.50 71.10 -1.23 -1.23 0.66 pert Ext. right2 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0___ ----- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0___ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0,0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0_-_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__, 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0___ - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0__ - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 _-_ - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - - 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 73.0 69.1 =Leff. 5.22 0.00 3.58 0.00 EVwnd 5.22 EV EQ 3.58 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14252:Plan 3410 Diaph.Level: 2nd Panel Height= 10 ft. Seismic V i= 2.53 kips Design Wind N-S V i= 2.94 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.11 kips Sum Wind N-S V i= 8.16 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy eft C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RorM Unet Usum OTM RorM Unet Deon, Usum HD (soft) (ft) (ft) (kV) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 730 42.3 42.3 0.94 0.15 1.47 2.61 1.27 1.79 1.00 1.00 77 P6TN P6TN 103 30.56 66.27 -0.86 -1.73 40.80 80.33 -0.95 -1.89 1.03 perf Ext. left 2' 0 ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -"' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, left 3** 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ` 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0"' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - Ext. right1** 730 46.3 46.3 0.87 0.15 1.47 2.61 1.27 1.79 1.00 1.00 76 P6TN P6TN 101 30.56 79.41 -1.07 -2.17 40.80 96.26 -1.22 -2.44 1.68 perf Ext. rig- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0"'0 ! 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 -" 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 "'- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- Ext. right4 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rights 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0> 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 88.5 80.0=Leff. 2.94 5.22 2.53 3.58 1.00 EV ;„a 8.16 EVEQ 6.11 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14252:Plan 3410 Diaph.Level: Roof Panel Height= 9 ft. Seismic V I= 3.58 kips Design Wind E-W V I= 5.94 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.58 kips Sum Wind E-W V i= 5.94 kips Min.Lwall= 2.57 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL off. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM R Unet net Ueum OTM RorM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR2* 320 6.5 11,5 1.00 0.15 1.30 0.00 0.78 0.00 1.00 1.00 121 P6TN P6 200 7.06 2.78 0.73 0.73 11.71 3.36 1.43 1.43 1.43 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- Front BR3* 410 8.3 14.8 1.00 0.15' 1.67 0.00 1.01 0.00 1.00 1.00 122 P6TN P6 202 9.05 4.52 0.60 0.60 15.00 5.48 1.26 1.26 1.26 Front loft* 0 2.8 7.8 1.00 0,15 0.00 0.00 0.00 0.00 1.00 0.61 0 --- 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __- 0 0.00 0.79 -0.38 -0.38 0.00 0.96 -0.46 -0.46 -0.38 - -Int KIT 0 0.0 , 0,0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0.._ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00i! 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0__ Gar Rear 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0__. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar Rear 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 .._ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Re- -ar MSTR* 730 21.8 27.8 1,00 0.15 2.97 0.00 1.79 0.00 1.00 1.00 82 P6TN P6TN 136 16.111 22.41 -0.30 -0.30 26.71 27.16 -0.02 -0.02 -0.02 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- Rear Living 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0_- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0__. 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 0: 0.0 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0 -__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 , 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 .__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 : 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 39.3 39.3=L eff. 5.94 0.00 3.58 0.00 E Vwind 5.94 E VEQ 3.58 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14252:Plan 3410 Diaph.Level: 2nd Panel Height= 10 ft. Seismic V I= 2.53 kips Design Wind E-W V i= 3.72 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.11 kips Sum Wind E-W V I= 9.65 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pr,= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.D. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL et C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTrM Unet Usum OTM RoTM Unet Usun, Usem HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIO) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 2.97 Gar ABWP 0 l 5.8 11.3 1.00 0.15 0.00 1.30 0.00 0.78 1.00 1.00 135 P6TN P6 2233 0.00 0.00 7.85 2.45 1.04.04 1.78.78 13.01 0.00 1.94 0.00 0.00 .94 3.37 3.37 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- Gar ABWP 0 7.7 14.2 1.00 0.15 0.00 1.67 0.00 1.01 1.00 1.00 131 P6TN P6 217 0 0.00 0.89 -0.38 -0.76 105 0.00 03 0.86 1.46 16.67 4.89 Int pdr', 0 3.0 8.0 1.00 0.15 0.00 0.00 0.00 0.00 1.00 0.60 0 --- -_ 0 0.00 0.00 0.00 0.00 0.00 1.08 -0.46 0 94 -0.76 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 "_- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int DIN 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0'_- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0.00 2.05 2.05 2.05 Gar Rear 1074 14.0 16.0 1.00 0.00 2.73 0.00 1.86 0.00 1.00 1.00 133 P6TN P6 195 18.63 0.00 0.00 0.00 1.40 1.40.40 27.35 0.00 0.00 0.00 0.00 Gar Rear 0 0,0 0.0 1.00 0.00'; 0.00 0.00 0.00 0.00 1.00 0.00 0-- _- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0 - 5.82 .50 1.50 Rear Kit* 252 9.5 14.5 1.00 0.30' 0.64 1.94 0.44 1.17 1.00 1.00 169 P6 P6 2722 166.0077 10.23 0.00 0.00 0.66 0.36 25.82 12.400.00 1.52.52 1.50 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 3.59 7.65 .37 Rear LIV* 133 5.0 17.0 1.00 0.30 0.34 1.02 0.23 0.62 1.00 1.00 170 P6 P6 272 8.502 1 6.3 6.31 0.5 0.51 0.5 0.51 13.59 0.00 1.37.37 1.37.37 1.37 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --_- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0', 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0' 0.0 c 0.0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0: 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- "" 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - ' 0.0 0.0 1.00 000', 0.00 0.00 0.00 0.00 1.00 0.00 0 "' 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - ' 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.004 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00'd 0.00 0.00 0.00 0.00 1.00 0.00 0 --- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 ' 0.0 1.00 0.00'- 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -_- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0 --- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0"' ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 1459 45.0 45.0=L eff. 3.72 5.93 2.53 3.58 EVnd 9.64 EVEQ 6.11 Notes: denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR2* Roof Level w dl= 150 p/f V eq 780.0 pounds V1 eq= 390.0 pounds V3 eq= 390.0 pounds V w= 1300.0', pounds V1 w= 650.0 pounds V3 w= 650.0 pounds v hdr eq= 67.8 plf ► H head= Av hdr w= 113.0 plf A1.083 = Fdragl eq= 170 F2 eq= 170 Fdrag1 w= 3 F2 -283 H pier= v1 eq= 120.0 plf v3 eq= 120.0 plf P6TN E.Q. 4.0 v1 w= 200.0 plf v3 w= 200.0 p/f P6 WIND feet Htotal= 2w/h= 1 2w/h= 1 9.083 • Fdrag3 eq= I F4 e•- 170 feet • Fdrag3 w=283 F4 w=283 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 67.8 plf P6TN 4.0 EQ Wind v sill w= 113.0 plf P6TN feet OTM 7085 11808 R OTM 4872 5951 .. ♦ UPLIFT 204 541 Up above 0 0 UP sum 204 541 H/L Ratios: L1= 3.3 L2= 5.0 L3= 3.3 Htotal/L= 0.79 Hpier/L1= 1.23 II. ►� II. Li ► Hpier/L3= 1.23 L total= 11.5 feet JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR3* Roof Level w dl= 150 plf V eq 1010.0 pounds V1 eq= 505.0 pounds V3 eq= 505.0 pounds V w= 1370.0', pounds V1 w= 685.0 pounds V3 w= 685.0 pounds — v hdr eq= 68.5 plf — •H head= A v hdr w= 92.9 plf 1.083 'V Fdragl eq= 223 F2 eq= 223 A Fdragl w= : F2 -302 H pier= v1 eq= 122.4 plf v3 eq= 122.4 plf P6TN E.Q. 5,0 v1 w= 166.1 plf v3 w= 166.1 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= F4 e.- 223 feet • Fdrag3 w=302 F4 w=302 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 68.5 plf P6TN 3.0 EQ Wind v sill w= 92.9 plf P6TN feet OTM 9174 12444 R OTM 8015 9790 • UPLIFT 82 188 Up above 0 0 UP sum 82 188 H/L Ratios: L1= 4.1 L2= 6.5 L3= 4.1 Htotal/L= 0.62 4 ► 4 1.4 ► Hpier/L1= 1.21 Hpier/L3= 1.21 4 L total= 14.8 feet JOB#: CT#14252:Plan 3410 SFIEARWALL WITH FORCE TRANSFER ID: Front Upper Loft* Roof Level w dl= 150 plf V eq 0.0 pounds V1 eq= 0.0 pounds V3 eq= 0.0 pounds V w= 0.0 pounds V1 w= 0.0 pounds V3 w= 0.0 pounds v hdr eq= 0.0 plf H head= A v hdr w= 0.0 plf 1.083 V Fdrag1 eq= 0 F2 eq= 0 Fdragl w= • F2 -0 H pier= v1 eq= 0.0 plf v3 eq= 0.0 plf — E.Q. 2.5 v1 w= 0.0 plf v3 w= 0.0 plf — WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= i F4 e.- 0 feet A Fdrag3 w=0 F4 w=0 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 0.0 plf — 5.5 EQ Wind v sill w= 0.0 plf — feet OTM 0 0 R OTM 2213 2703 v UPLIFT -312 -382 'Up above 0 0 UP sum -312 -382 H/L Ratios: L1= 1.4 L2= 5.0 L3= 1.4 Htotal/L= 1.17 Hpier/L1= 1.82 , ► 4 04 ► Hpier/L3= 1.82 ► L total= 7.8 feet JOB#: CT#14252:Plan 3410 ; SHEARWALL WITH FORCE TRANSFER ID: Rear Upper MBR' Roof Level w dl= 150 pif V eq 183.0', pounds V1 eq= 154.4 pounds V3 eq= 28.6 pounds V w= 3830.0 pounds V1 w= 3232.1 pounds V3 w= 597.9 pounds v hdr eq= 6.7 plf •H head= A v hdr w= 140.1 plf 1.083 ;v Fdragl eq= 34 F2 eq= 6 A Fdragl w= .0 F2 - 131 H pier= v1 eq= 8.6 plf v3 eq= 8.6 plf P6TN E.Q. 4.0 v1 w= 179.6 plf v3 w= 179.6 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 . Fdrag3 eq= F4-.- 6 feet • Fdrag3 w=710 F4 w= 131 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 6.7 plf P6TN 4.0 EQ Wind v sill w= 140.1 plf P6TN feet OTM 1662 34788 R OTM 27515 33612 • UPLIFT -970 44 Up above 0 0 UP sum -970 44 H/L Ratios: L1= 18.0 L2= 6.0' L3= 3.3 Htotal/L= 0.33 0 4 ►4 ► Hpier/L1= 0.22 4 Hpier/L3= 1.20 L total= 27.3 feet ii JOB#: CT#14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower LIV* Roof Level w dl= 150 plf V eq 850.0 pounds V1 eq= 425.0 pounds V w= 1360.0' V3 eq= 425.0 pounds -� pounds V 1 w= 680.0 pounds V3 w= 680.0 pounds _i v hdr eq= 50.0 plf --IP- A H head= A v hdr w= 80.0 plf 2.083 V Fdragl eq= 300 F2 eq= 300 Fdragl w= ,?0 F2 -480 H pier= v1 eq= 170.0 plf v3 eq= 170.0 plf P6 E.Q. 5.0 v1 w= 272.0 plf v3 w= 272.0 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 • feet Fdrag3 eq= :I F4 e.- 300 Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 50.0 plf P6TN 3.0 EQ Wind v sill w= 80.0 plf P6TN feet OTM 8571 13713 R OTM 10646 13005 i• ♦ UPLIFT -127 43 Up above 0 0 UP sum -127 43 H/L Ratios: L1= 2.5 L2= 12.0 L3= 2.5 Htotal/L= 0.59 Hpier/L1= 2.00 10. 11,4 0. ► Hpier/L3= 2.00 L total= 17.0 feet r JOB#: CV*14252:Plan 3410 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower KIT* Roof Level w dl= 150 plf V eq 1610.0 pounds V1 eq= 932.1 pounds V3 eq= 677.9 pounds V w= 1980.0', pounds V1 w= 1146.3 pounds V3 w= 833.7 pounds - v hdr eq= 111.0 plf - •H head= A v hdr w= 136.6 plf 2.083 ,,v Fdrag1 eq= 321 F2 eq= 234 • Fdragl w= •5 F2 -287 Hier= v1 eq= 169.5 plf v3 eq= 169.5 Of P6 E.Q. P 5.0 vi w= 208.4 plf v3 w= 208.4 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 • Fdrag3 eq= F4 e.- 234 feet • Fdrag3 w=395 F4 w=287 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 111.0 plf P6TN 3.0 EQ Wind v sill w= 136.6 plf P6TN feet OTM 16234 19964 R OTM 7745 9461 v • UPLIFT 614 759 Up above 0 0 UP sum 614 759 H/L Ratios: L1= 5.5 L2= 5.0 L3= 4.0 Htotal/L= 0.70 4 0 4 ►il Hpier/L1= 0.91 4 ► Hpier/L3= 1.25 L total= 14.5 feet f Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) ShearleM(lbf) Deflection(in.) Load Factor 16 8 850 0.33 3.09 10 625 0.44 2.97 24 8 1,675 0.38 2.88 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loadingf'°'''"•" (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1-(0.5-SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) - • Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening I per wind design min 1000 lbf for single or double portal on both sides of opening tJ = _ opposite side of sheathing Pony 7 wall I height . 1 Fasten Top plate to header ise with two rows of 16d `'- � sinker nails at 3"o.c.tyP Fasten sheathing to header with 8d common or • 12' galvanized box nails at 3"grid pattern as shown Min.3/8"wood structural max - /panel sheathing total ;i. "iHeader to jack-stud strap per wind design. wall Min 1000 lbf on both sides of opening opposite • height side of sheathing. If needed,panel splice edges Min.double 2x4 framing covered with min 3/8" shall occur over and be 10' " - nailed to common blocking thick wood structural _ _ max panel sheathing with - heigin middle portal height :•. 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each " panel edge. Min length of panel per table 1 Typical portal frame ih construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king I and jack stud).Number of Min reinforcing of foundation,one#4 bar ,t: jack studs per IRC tables t top and bottom of footing.Lap bars 15"min. R502.5(1)&(2). i t t ,,,,...r ' r, ,''''•. ,, i, il.,,,,, A, :t1tx;eVt' 4t,,,w,i ;:,tx4;'Ikxj '',4e, '', ,' Min footing size under opening is 12 x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6- concrete and nailed with 2"x 2"x 3/16"plate washer into framing) 2 ©2014 APA-The Engineered Wood Association